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Plans (416) (ASTZO(-7— 06265 6erziq Lvv MiTek USA, Inc. i CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). Ai 0 `01 11611V 0R) Al it. 10/41r.'/- 10/4/1/ ' EXPIRES l S t:/30/IS IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-14=i-1640i 5491 14- 3=( 0) 200 2. 3=(-6334) 1973 14-15=I.1644) 5489 3-15=( _306) 243 2x6 KDDF #1 T2, T3 LOADING 3- 4=(-6221 2152 15.16= -2605) 7338 15- 4=( 441) 1714 BC: 2x6 KDDF #1&BTRBTR LL = 25 POP Ground Snow (Pg) 4- 5= 0 0 16.17= -2821 7853 15- 6= -2321) 1071 WEBS: 2x4 KDDF STAND TC UNIF LL 50.0)+DL( 14.0i= 64.0 PLF 0'- 0.0' TO 10'- 0.0" V 4- 6= -5528 1960 17-18=((-2605 7338 6-16= -70))) 668 TO LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 100.0)+DL( 28.0 = 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7= -7588 2804 18.19=(-1644 5489 16- 7= -420) 325 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LLI 50.0)+DL( 14.0I= 64.0 PLF 31'- 0.0' TO 41'- 0.0" V 7- 8= -7588 2804 19-12= -1640)) 5491 7-17= -420 325 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0' V 8-10= -5528 1960 17- 8=( -70) 668 9-10= 0 0 8-18=(-2321) 1070 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11 -6221 2152 10-18=I -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416 .7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11.12= -6334 1973 18-11= -3070 242 12-13= 0 84 11-19= 0 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5.50" 5.64 KDDF 625 JT 2, 12: Heel to plate corner = 1.50" 'COND. 2: Design checked for net/-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8,0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.864" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222' MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Oir), 9.11.11 21-00-10 9 11.11 load duration factor=1.� f T Truss designed for wind loads 5- 01-03 4-04 0-06-084-11-15 5-06-06 5-06-06 4-11-15 0-06-08 4-04 5-01-03 in the plane of the truss only. f T 14533.30# f T f ,633.30# 12 12 M-7x8(S) 4 6.00 6.00 M-5x12 M-5x12 5 M-3x8 0.25" M-3x8 s o,! TP,," ii r 13,,,. M 3xM-3x4 w sV + 1 Z o � �1t M•4X12 CD CO M-4x12 _ o 14 15 16 f T j� 18 19 ~1 3o M-1"5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 O M18HS-7x14(S) M18HS-7x14(S) y y y y )' ; y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y 1-08 41-00 1-08 Scale: 0.1587 �`so ��� INE p ,-/ JOB NAME: POLYGON 3-D NH - Al 5/� ' WARNINGS: GENERAL NOTES,unless otherwise noted: 1•" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .9. P Truss" Al and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional tempore bracing to insure stability during construction 2.Design assumes the top end bottom chords to be througaterallyhout braced at fir ►' temporary 2'o.in and et 10'o.c,such es ply unless braced throughout their length). L, P ,�. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). / DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORECaONW !, C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p A_ 1hA. SEQ. : 6051 164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� -v'1 N { design bads be applied to any component end are for"dry condition"of use. Q 1 4.. � 6.Design assumes full bearing at all supports shown.Shim or wedge if Art {)„ TRANS I D: 407533 5.CompuTrus has no control over end assumes no responsibilitysfor the necessary. Ret Cf y fes\,, S+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, rl 1-t 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. 9 'Digs coincide its indicate size nt plate in center 10. b MiTek USA,Inc.ICOmpulrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 2x6 KDDF #1&BTR T2, T3 1- 2=( 0) 84 4-15=(-1160) 2709 14- 5=) O 136 SPACED 24.0" O.C. 2- 3= BC: 2x6 KDDF #1&BTR -3153) 1499 15.15=�-1160) 2708 3.15=( •151 109 3- 4= -2923) 1500 16-16= -1484) 3432 15- 4=( -326 934 WEBS: 2x4 KDDF STAND LOADING 4- 5= 0 0 16-17= -1575 3699 15- 6= -1122 557 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7 DL ON1764 18-19. -1264 BOTTOM CHORD = 10.0 PSF 6- 7= -3560) 1764 19-12.(-1264) 22708 709 16-17= -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8-10= -2558) 1381 17- 8=S -13 367 LL = 25 PSF Ground Snow (Pg) 9.10= 0 0 .18=)-11225 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= -2923 1500 10-16=( -326 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= -3153) 1498 18-11=( -152) 107 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13= 0 84 11-19=( 0 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M•1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF 625 Connector plate prefix desi nators: 41'- 0.0" -388/ 1912V 0/ OH 5.50' 3.06 KDDF ( 625) C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021° @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.413" @ 20'- 6.0" Allowed = 2.672' MAX LL DEFL = 0.022' @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.070" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TT load duration factor=1.6 5-01-03 4-04 3-05-09 2-00-14 5-06-06 5-06-06 2-00-14 3-05-09 4.04 5-01 03 Truss designed for wind loads in the plane of the truss only. T 1 1' '1 1' ,' ,, 1' - - 12 5 9 12 6,00 M-7x8(S) Q6.00 M-4x6 M-6 7X4 0.25" M 6x4 `M-4x6 N 0 13 1` M-3x4 M-3x4 (4) 3 + I C. I. m 47. C.3 11411 5A16111T4 M. 1/ 14 .5x3 M 3x8 +. �.25" 0.25 M-3x8 M-119 x3 M-3x8Ar\3 o M-3x8 M-1 M-7x8(S) M-7x8(S) y 1, y y ), ), y y y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A2 Scale: 0.1582 ��� ,�0IR /,p�°<9 � WARNINGS: GENERAL NOTES,unless otherwise noted: �4,r4 / / (/! 4., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4Z !920 O P E f" Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. .,s 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+" DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / *, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.oJ" ! DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Si Ift 4.No load should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON Et SEQ. : 6051165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^V design loads be applied to any component, and are for"dry condition"of use. ,t� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shlm or wedge If b p " 14 - p.4 fabrication,handling,shipment and installation of components. Dnesessary. '�/�.` h 7.Plates assumes atedadequate dr thagefurnishedon faces of truss,and placed so their center I VIII)I III VIII I III VIII VIII VIII IIII IIIITPI/WTCA In BCS),copies of which will be furnished upon request Frr bsiclines coincide with Jconnectoroinppt cenIn Inches. tofnas MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. indicate design values see ESR-1311,ESR-1988(IviiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-928) 2668 3-14=(-164 204 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3079) 1188 14-15=(-768 2430 14- 4= -43 351 WEBS: 2x4 KDDF STAND 3. 4='-2873) 1151 15.16=(-581; 2095 4.15=(-524 366 LOADING 4- 5= -2321 1029 16-17.(-818) 2383 15- 5= -264 722 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 17.12='-978) 2623 15- 7. -226 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7= -2006 1001 7.16= -226 169 TOTAL LOAD = 42.0 PSF 7- 9= -2006 1001 9-16= -264 722 8- 9= 0) 0 16-10=(-524 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2321 1029 10-17=) -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=((((-2873) 1151 17.11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=I-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -3031 1912V -194/ 194H 5.50" 3.06 KDDF 625 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 'COND. 2: Design checked for net(-5 ssfl uplift at 24 "pc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333' @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022' @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-08 0-04-08 NOTE:Design assumes moisture content does ( not exceed 1996 at time of manufacture. 16-07-11 7-08-10 16-07-11 - Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T T T fT T TT 1' T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 D M-4x656 M-3x4 6 M-4x6 - 6.00 lad Trussduratioedn ffarowind6ioads M 5X6(S) 799 ► in the plane of the truss only. M-5x6(S) 0.25" 0.25" 0 c.:[2 rn M-1.5x33 M-1.5x3 CD 3 1 Ch 4 v 1/� 14 NM '( '� a8 17 \3 o M-3x8 M-3x4 &25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y /, y 1, 1, y J, y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y * 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A3 �� PRo,�fi,s Scale: 0.1587 c - (�457 I/ / 4,q WARNINGS: GENERAL NOTES,unless otherwise noted: t-s7' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' .9 OPE r end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A3 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'cc.respectiveunless braced throughout their length by es p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `1 ' , 1111.* DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !,' SEQ. : 6051 166 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON f/,/ fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a noncorrosNe environment, �re.. �� design toads be applied to any component and ere for"dry condieon"of use. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if necessary. -QA� R R 14 �b, fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. `7 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BC51,copies of which will be furnished upon request, lines coincide with jointfcenter Ines. 9.Digits indicate size of plate to Ines. o MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:1:2J3112©1.rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 84 2-13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF #1&BTR SPACED " WEBS: 2x4 KDDF STAND; 24.0O.C. 2- 3= -3058) 1533 114=(-1090) 2406 13. 4= -30 351 2x4 DF STAND A LOADING 3- 4= -2852 1500 14.15=(-1004) 2070 4-14='-524 304 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 4- 5= -2299 1405 15-5-16=(-1102) 2327 14- 5= -356 725 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7= 0 0 18.12=(•1243) 2498 14- 7= -230 289 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 5- 7= •1986 1311 7-15= -250 289 7- 9= -1975 1285 9-15= -365 720 8-LL = 25 PSF Ground Snow (Pg) 9-10=9 0 0 15-10= •492 292 NOTE: 2x4 BRACING AT 24"OC UON. FOR •2287) 1377 10-16=� -66) 313 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-2785)1492 16-11=( -98) 231 11-12= •2969 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1541 OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) vertical members (uon). 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF 625) 40'• 9.0" -356/ 1711V 0/ OH 5,50' 2.74 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND 2' Design h k d for n t(-5psf) uplift at 24 oc cpaCln O•� C,CN,CI8 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HSM18NS,M16 = MiTek MT series MAX LL DEFL = 0,022" @ -1'• 8,0' Allowed = 0,167" MAX TL CREEP DEFL = •0.021" @ -1'- 8,0' Allowed = 0.222' MAX LL DEFL = 0.207" @ 20'- 6.0' Allowed = 1,992" MAX TL CREEP DEFL = -0.320' @ 20'- 6.0' Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" T MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does T - not exceed 19% at time of manufacture. 19-11-11 1-00-10 19-08-11 ( T f Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. 12 T Wind: 140 ash h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 6.00 3 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-5x6(5) 7 M-5x6(5) w N 0.25" 0.25" or. �c \1*14, ..._0 M 1.5x3 + + if M-1.5x3 • 1 T /0„ M-400 1/ 13 T T - 2 co M-3x8 M-3x4 1 .25" 0.255 M-3x4 16 *,12 o M-5 x8(S) M-5x8(S) y y } y y , y 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 1-08 40-09 y JOB NAME: POLYGON 3-D NH - A4 �, o �� Scale: 0.1594 C' '-`7/5//r /p er �f° WARNINGS: GENERAL NOTES,unless otherwise noted: 44 (J �Iy '. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t !92®41PE r Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY E E 3.Additional temporary bradng to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/ordrywall(BC). r�lma ty 9 3.2x Impact bridging or lateral bradng where shown++ SSEQ. � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractee Iit E Q. : 6051 167 fasteners are complete and at no Owe should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON `�j TRANS I D: 407533 design bads be applied to any component. and are for"dry condition"of use. �%+ �A 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If i.b '7 y 14 2,O h, fabrication,handing,shipment end installation of components. necessary. "O' 6.This design is furnished subject to the imitations set forth 7.DesignPlates shall be assumes adequateatedooh faces drainage istrus,provided. ill n `i { I IIIIII VIII VIII I III VIII VIII III 111 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8. nacoincide with joint centetr lines9. s of truss,and placed so their center 4+i 4Y M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in Inches. 10.For Digits Indicate connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3= -3056) 1179 9-10=(-737) 2328 9- 4=(-209) 552 WEBS: 2x4 KDDF STAND; 3. 4= -2909) 1238 10.11=(-408) 1699 4-10=(-679) 516 2x4 DF STAND A LOADING 4- 5= -2367 1159 11-12= -706 2169 10- 5= -432 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2357 1304 11. 6= -652) 507 1171 12- 8=(-975) 2527 5.11=((1.421) 1034 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2852 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2991 1237 6.12= -260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625` Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series IGOM1D 2 Deign checked far net( Rsf) upl ft at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179' @ 15'- 11.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0' Allowed = 2.656" MAX HORIZ. LL DEFL 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 20-06 20-03 T system and components and cladding criteria. T '( 7-01-07 T 6-08-04 T 6-08-04 T 6-08-04 T 6.08-04 T 6-10-07 Wind: 140 mph) h=24.3ft, TCDL=4,2,.20E=8.0, ASCE 7-101 T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6 12 M-4X6 Q 6.00 inuthess dplaneeofd fthetruss wind loads only. 6.00 4.0" 5 ,r,' M 5x8(S) '�+�. M-5x6(S) 0.25" 0.25" v v` .7 o >1.5xajflM-1.5x3,- \ -4x6 or1 ¢11 12 *.,M.-4x6 . o - 1/M-3x8 M-3x4 18.25" 0.25 M-3x4 M-5x8(S) M-5x8(S) y y y y ), ), y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). RRQ Pr'�w:!.,0 t5'�y JOB NAME: POLYGON 3-D NH - A5 Scala: • D.1594 5� INE X41 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' . P E r Truss: A5and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 corn pression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P 2.Design assumes the top and bottom chords to be laterally braced at rr.rrWp 3.Additional temporary bracing to insure stability during construction DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility lily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). r "li (� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�. 4.No load7 ^W should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051168 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �+� � 4�� design loads be applied to any component. and are for"dry condition"of use. ,0 k 4. T 8.Design assumes full bearing at all supports shown.Shim or wedge if q I !J,`'. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. �?` # `�� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center IIIIII 11113 VIII III VIII VIII 113 IIII IIII TPI A in BC51,copies of which will be(7.6.6(1 upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines jointoincide with center lines. yisIndicate sl of plate in inches. For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4W13/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(-1559) 3939 10- 3=( •317) 970 7-15=(-254) 518 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2. WEBS: 2x4 KDDF STAND; 3.(-4577) 1807 10-11= -1445 3617 3-11=( -781) 457 15- 8=(-242) 332 2x4 DF STAND A 4=(-3233) 1253 11-12= -994) 2849 11-. 4=( 0) 363 4- LOADING 4- 5= -2593 1137 12-13= -776) 2356 4.12= -690) 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2238 1155 13-14= -4081627 5-12= -295967 TCLATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2245 1139 14-15= -708 2143 5.13= -1270 667 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2821 1303 15. 9= -974) 2528 13- 6= -449) 883 OVERHANGS: 20.0" 0.0" 8- 9=(-2992) 1236 6.14=( -385) 1024 LL = 25 PSF Ground Snow (Pg) 14- 7=( -650500 •* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -321/ 1908V -227/ 237H 5.50' 3.05 KDDF ( 625 C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc ) M,M20HS,M18HS, 16 = MiTek M series 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND, 2: Des'gn checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8,0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222° MAX LL DEFL = 0.234" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427" @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.176" @ 40'- 3.5" 20-06 20-03 content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 fi 6-10-07 notEexceedn19%s ate s timelre ofumanufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 system and components and cladding criteria. 4 6,00 4.0" Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 6 ,(--/' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;;hg:25" load duration factor=1.6M-5x6(S) Truss designed for wind toads in the plane of the truss only. M-3x4 M-5x6(S) o u- d 0.25" c, M-1.5x3 .- M-3x5 r M-3x8 M-4x6 ul o !fir as 11 aa i '�a A M-5x8 M-3x4 M-5x10 13 0.254 15 *go M-3x6+ M 3x6+ M-3x4 0 .-2'75 aa-2xwedge 2.75 chi 5x6 M-5x8(S) 12 )' J' )" i' )' )' 1, J, , -05-08y 5-10-04 6-01-12 ,2-00, 8-00-07 8-00-07 8-02-10 1 y y1-08 -05-08 12-00 2-00 24-03-08 1-08 40-09 y JOB NAME : POLYGON 3-D NH - A6 Scale: 0.1594 �54i''' � s�i© WARNINGS: GENERAL NOTES,unless otherwise noted: L{y� *7/15///' Z . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .792.0 P E 1-- Truss: A6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced atAle, DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of 2x continuous sheathing such as plywood s and/or drywea(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ff SEQ. : 60511694.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, "3�L 4.W. 1) - T RANS I D: 407533design loads be applied to any component. 6.Dand Siare n assumesor"drycfulldbeedn fause. t all supports T 5.CompuTrus has no control over and assumes no responsibility for the g9 pporls shown.Shim or wedge if © S' 14 2.° ?i- fabrication,handling,shipment and installation of components. necessary. ?0,,i- Os 6.This design is famished subject to the Bmitatlons set forth 7.Design assumes adequate drainage is provided. � V tabnca I IIIIII I III VIII VIII VIII VIII VIII IIII IIIIby 8.Plates shall be located on both faces of truss,and placed so their center rT TPIMfrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 84 2-14=(-1853 3909 14- 3=(-384) 963 BC: 2x4 KDDF SlANTR SPACED 24.0' D.C. 2- 3= -4566) 2218 3- 4=I.3238) 1634 15.16=(-1286I 283-1717 11 15.3-14.5.(-762) 4=) 760) 362 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING 4- 5= -2585 1496 16.17= -1035 2300 4-16= •722 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2171 1427 17-18= -1012 2068 5-16= -380 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 18-19= -1105 2328 5.17= •993 465 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8= -1985 1329 19-13= -1245 2497 6.17= -404 698 8-10= -1980) 1287 17- 8.(-274 276 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 0 8.18='-202 300 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= -2291 1379 10-18= -365 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2784I 1495 18-11. -487 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2968 1544 11-19= -68 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12= -98 231 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625I 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = •0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.258' @ 14'- 5.5" Allowed = 1.992" 19-11-11 1-00-10 19-08-11 MAX TL CREEP DEFL = -0.412' @ 14'- 5.5" Allowed = 2.656" T T MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-09-08 0-1 -04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 ' 5-10-04 '( 13-03-12'0-11-f04 5-05-10 5-04-05 NOTE:Design assumes moisture content does '1' 1' '' I I I '---I I f I not exceed 19%at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting T T M-3x4 ,' '' system and components and cladding criteria. 12 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 6.00 "1 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), M-4x6 M-4x6 load duration factore1.s Truss designed for wind loads M 3X4 8 in the plane of the truss only. 0,25" M-5x6(S) M-5x6(S)0.25" o r o +• /* + + + M 1.5x3 M 3x5M-4x6 u7 M-3x8 �(c. o as 15 aa tea=��� 8 is A .q3 o �o M-5x8 M-3x4 M-5x10 0.251' M-3x4 O M-3x6+ M-3x6+ - 2.75 aa-2xwedge 2.75 5x10 M-5x8(S) 1212 2-05-0$ 5-10-04 6-01-12 -0 8-05-04 7-09-02 8-01-01 , 8 ),2 0), y 1-082-05-08 12-00 2-00 24-03-08 , fr y 1-08./' 40-09 Q'to RR©pe, JOB NAME: POLYGON 3-D NH - A7 Scale: 0.14605 �1 WARNINGS: GENERAL NOTES,unless otherwise noted: fn� 414 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual " .7 P E r Truss: A7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced angtht by 2'o.c,and at 10'o.c.respectively unless braced throughout their length by Iia"'"" 1. DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ �L OREGUN� i SEQ. : 6051170 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i �` design bads be applied to any component. and are for"dry condition"of use. �,", '7}� 14 ^- TRANST I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesse assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment end installation of components. necessary. SER R i L\. g P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 111111 IIIII IIIII IIIII IIIII IIIII IIII IIII IIIInished upon M TB USA,lnCTPI/WTCA InS/Corr puT s copies of (Software ch will be7.6.6(1 L)E request 10.lines FForrDigits basicnnector icooplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 111110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1424) 3933 15- 3=(•286 969 BC: 2x4 KDDF 81&BTR SPACED 24.0" 2- 3= -4594) 1730 15-16=!•1321 3611 3-16=(-764 392 WEBS: 2x4 KDDF STAND3- 40.C. =(-3262) 1247 16-17=( -935) 2852 16 - 4=) 0I 362 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5= -2608 1110 17-18=) -671 2321 4-17= -722 343 BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DLDL 7ON) ON TOP CHORD = 32.0 PSF BOTTOM CHORD = 10.0 PSF 6. 72190) 1085 19.20=( _822094 5.18=) 996) 984 6- 8= 0 0 20-13=(( 9811) 2384 6-18= •336 522 TOTAL LOAD= 42.0 PSF 6- 8= -2005) 1012 20-13= -982 2622 6.18= 337 706 NOTE: 2x4 BRACING AT 24"OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9-10= 201 ) 1002 18.19=)-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 0) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-11= -2325 1031 19-19= -263) 706 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= •3872 1155 11-20= --45))) 3671 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 13.14= -3070 1192 20.12=( 164) 203 13.14= 0 84 20.12= -164)) 203 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50' 3.06 KDDF ( 625` 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) )GOND- 2' Dectgn checke_d for net( pcf) uplift at 24 "oc s ;nn I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.217° @ 14'- 5.5' Allowed = 2.004" MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672' 16-07-11 7-08-10 MAX LL DEFL = 0.022' @ 42'- 8,0" Allowed = 0.167" 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0' Allowed = 0.222' 5-10-04 1-09-08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111" @ 40'- 6.5" T ff ff T 1`'f f f MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 2-09 5f ,r -10-04 0-04-11 3-10-05 5-05-10 5-07-05 (f T f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16 06-08 T 16.06-08 T f ,f Design conforms to main windforce-resisting 12 M-4x6 7 M-3x4 M-4x6 12 system and components and cladding criteria. 6.00 D M-3x4 68 9,. M-5X6(5) Q 6.00 Wind: 1140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 5load durAll ation factor=1.6 Cat.2, Exp.6, MWFRS(Dir), 0.25" Truss designed for wind loads w 0.25" �1 in the plane of the truss only. w r o CD + -AL" ; + M 1.5x3 °' M-3x5 2 3 co M-3x8 co aq �* .'aa 16 as i � o M-5x8 M-3x4 M-5x10 18 js 20 -1- 4 to M 3x6+ aa-2xwedge M-3x6+ M-5x10 0,25' M-3x4 M-3x8 0 - 2.75 2.75 - M-5x8(S) 12 12 . y 2-05.0 5-10-04 6-01-12 y2-00y 8-05-04 7-09-02 8-04-01 1-082-05-08 12-00 2-00 y 24-06-08 l.pg 1-08 41-00 y y 1-08 JOB NAME: POLYGON 3-D NH - A8 �c0 PROp, Scale: 0.1450 ��j IN� /q- WARNINGS: GENERAL NOTES,unless otherwise noted: (,L� v2// "K+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' .7"'f,®r3 E �1.- Truss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper f C- 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ter .. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). /r� o �A�"" p° ty 9 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t` SEQ. : 6051171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7, 4..OREGON,,, �,. TRANS I D: 407533 design loads be applied to any component and are for"dry condition"of use. -{ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If l f' 14 n� T"' fabrication,handing,shipment and installation of components. necessary. et, 6.This design Is furnished subject to the imitations set forth by7.Design assumes adequate drainage Is provided. `"R I�� I Milli VIII VIII I III VIII VIII Alli)III III TPIM?CA in BCSI,copies of which will be furnished upon request. 8 nes coincids shall eewith joint on centertfin s of truss,and placed so their center C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or basic its lccoonnecto te size of plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 84 2-16= -1841) 4309 16- 3=( -426) 1118 23-13=(-155) 93 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" 0.C. 2- 3= -4946) 2249 16.17= -1633) 3778 3.17= -653) 328 13.24=) 0) 148 3- 4= -3556 1706 17-18= -1318) 3139 17- 4=( -28) 230 BC: 2x6 KDDF STANDLOADING 4- 5= -3206 1641 18-19= -1435 3304 4-18= 339 157 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2833 1501 19.20= -1466 3423 18- 5= 504 1104 2x6 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5. 7= 0 0 20.21= -1438 3354 18- 6= -921 505 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 8= -3358 1775 21.22= -1576 3732 6-19= -267 756 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -3721) 1790 22.23= -1562) 3453 19- 8=S -91) 114 LL = 25 PSF Ground Snow (Pg) 9.10= -3473 1776 23-24= -1256) 2707 20. 8=( -687) 363 10.12= -2556 1384 24.14=(-1253) 2708 8-21= 160) 469 NOTE: 2x4 BRACING AT 24"0C UON, FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= 0 0 21. 9= -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13= -2917 1504 9.22= -348) 128 13.14= -3152 1490 22-10= -4) 363 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15= 0) 84 10-23.(-1147) 542 OVERHANGS: 20.0' 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.23=( -330) 937 M-1.5x4 or equal at non-structuralBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0,0" -389/ 1912V -118/ 118H 5.50" 3.06 KDDF 625) M-3x4 where shown; Jts:4,6,10,13,17,21 41'- 0.0' -389/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc [COND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing" M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.271' @ 20'- 1.8" Allowed = 2.004' MAX TL CREEP DEFL = -0.472" @ 20'- 1.8' Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5' MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5" 13-03-11 14-04-10 13-03-11 NOTE:Design assumes moisture content does f f ' 1 not exceed 19% at time of manufacture. 2-11 3-02 3-04 2-03-0 1-03 6-00-01 5-10-05 T-01-01 3-05-12 4-02-03 5-02-13 Design conforms to main windforce-resisting 1 024 ( ( ( ( T system and components and cladding criteria.9-10-08 11 9-10-08 ,� .' Wind: 140 mph, h=22.5ft, TCDL=4.2,BCOL=6.0 ASCE 7-10, T 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) load duration factorl.6 12 M-5x6 SII M-3x8 0.25" M-4X6 12 Truss designed for wind loads 6.00 e "rfD., g 10 k 2 Q 6.00 in the plane of the truss only. V-, N � 3 w, o M-3x5 r T� r Fr M 3x10 J_ co - . aa 17 1a aa i:+ 6 0 2 M-6x8 M-3x8 M-7x8 23 24 ��� 20 21 0.252"2 M-3x8 M-1.5x3 M-3x8 0 M-3x6+ M-3x6+ :=M-6x6 - 2.75 aa-2xwedge 2.75 0 M-7x8(S) 12 12 )' )' > y ) 1, )' )' )' i' )' -05-081, 3-04 3-05-12 2-08-12.2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y ,1-08 05-08 9-06-08 2-00 27-00 ,1-08, 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A9 Scale: 0.1571 �5 � I D GENERAL NOTES,unless otherwise noted: 4J, f i 7 /r /f-s, WARNINGS: pp 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ;92 0 11 P Truss: A9 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,, foompiw DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywail(BC). (� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ aN �f,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. ".Lr Ix ^V SEQ. : 6051172 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, L/ 4, �p� design loads be applied to any component. and are for"dry condieon"of use. -.7 j y�, ty 8.Design assumes felt bearing at all supports shown.Shim or wedge If f) i TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 111. ` fabrication,handing,shipment and installation of components. 7.Design umes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII IIII IIIITPIMIrCA In;SCSI,copies of which will be 7.66(1 upon request. lines9. coincide sizejoint late InriInes. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 84 2.16=(-2436) 8575 16- 3=( -542) 2221 23-13=(-319) 231 2x6 KDDF M1$BTR T2, T3 2- 3=(-9812) 2867 16.17=�-2167) 7520 3.17=�-1063) 208 13.24=( 0) 223 BC: 2x6 KDDF 7118BTR LOADING 3- 4=1-7287) 2329 17-18=(-1995) 6479 17- 4= 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1-685412395 18.19= -2441 7139 4.18= -425 213 2x6 KDDF M2 A TC UNIF LL( 50.01+OL( 14.1= 64.0 PLF 0'- 0.0" TO 10'• 0.0" V 5- 6= 0 0 19.20= -2574 7323 18- 5= -664 2126 TC UNIF LL TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 150.0)00.0)+DL( 14, = 164.0 PLF 31'- 0.0' TO 41'- 0.0° V 7. 8= -7245 2658 211.22= -2817927 7176 17.19=� -577 1499 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL) 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0' V 8- 9= -7905) 2972 22-23=(-2601) 7385 19- 8=( 0) 250 9.10= -7425 2780 23.24=(-1650) 5500 20- 8=(-1480) 646 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12= -5523 1969 24-14=(-1646) 5503 8-21= 366 932 ALL FLAT TOP CHORD AREAS NOT SHEATHED ALL CONC LL( 416.7)+DL) 116.7)= 533.3 LBS @ 31'- 0.0" 11-12= 0 0 21- 9= -340 392 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13= -6210 2162 9-22= -648 299 14-15= -6346 1980 22-10= REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. -39 630 OVERHANGS: 20.0° 20.0" 14-15= 0) 84 12-23=(-2381 1051 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12-23=( -448 1717 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MTseries 0'- 0.0" -1050/ 3527V -117/ 11711 5,50' 5.64 KDDF 625 JT 14: Heel to plate corner = 1.50" 41'- 0.0" -1050/ 3527V 0/ OH 5,50" 5.64 KDDF ( 625) ICOND. 2: Design checked for net(-5 psi') uplift at 24 "oc soacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8,0" Allowed = 0.222" MAX LL DEFL = -0.487" @ 20'- 1.8" Allowed = 2.004' MAX TL CREEP DEFL = -0.967" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022' @ 42'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8,0° Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'- 6.5' 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293" @ 40'- 6.5" 3-02 0-0611 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does 2-11 f f 3 04 X1-08 113 T 6-00-01 1 T 1`'r ' T not exceed 19% at time of manufacture. 5-00-02 4-02-03 T T T T T f T T f T T T Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 f �I 533 30R Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 ♦ hl-3X6 .30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) 12 load duration factor=1.6, 6.00 M18 5Ss 5x16 M-63x8 9 0.25" M-3X8 t1 M-5x12 .. ::16.00 Truss designed for wind loads 10 2 in the plane of the truss only. M 3x4 77= 1:1__ `o N 4 M-3x10 `` M-3x4 + 3 M M18HS-3x18 - T �i M-4x12 4iiifillo 1/0 .fla 17 18 as 1,"Il E ....;.,4,...,2 23 24 1. 5 o M-3x6+ M-3x6+M18H5-7x14 M-3x4 0.25' M-4x10 M-1.5x3 0 -==1 2.75 aa-2xwedge 2.75 o M18HS-7x14(S) 12 12 ,.2? ), - y J• J, ,1 y '. y J' , -05-0$ 3-04 3-05-12 2-08-12y2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 yy Y .1'-05-0e 9-06-08 2-00 27-00 )'1-08J'1_oak 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A10 Scala: 0.1498 ``', � Q �Nj��ry,p�` `�iC7 WARNINGS: GENERAL NOTES,unless otherwise noted: f.L� 51/ I -�",1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC. -92„P E r- Truss: A 10 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood ing(TCs and/or drywall(BC). ."err - .1a"""" Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ f C��,, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ! SEQ. : 6051 173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1x s. TRANS I D: 407533 design loads be applied to any component. 6.Design assumesclulldbeadn f et all supports 5.CompuTrus has no control over and assumes no responsibility for the9 shown.Shim or wedge If /� 9 k 2,0 �"4- fabrication,handing,shipment and installation of components. necessary. 6.This design Is fumished subject to the imitations set forth by7.Plates assumes adequatedodrainage iso provided. L,R n`. 1111111111111111111011111111 8 Plates shall be located on both faces of truss,and placed so their center C r l ti TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center anon. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f late in Inches. 10.For basicicate connectosizerplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTA; 15.00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9= -1274) 5136 9- 2=( -62) 384 6.13=(-936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1,15 (Non-Rep) 2- 3=(-7440 1918 9-10. -1272) 5122 2-10= -388) 1478 13- 7=(-390) 1474 BC: 2x6 KOOF #1&BTR 3- 4.(-5874 1532 10-11= -2262 8812 10- 3= -944) 3896 7.14=( -62) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4= -3922 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6= -5874 1534 12-13=((-2296)) 8954 4.11= -506 2412 IC UNIF LL 50.0)+0L( 14.0 64.0 PLF 0'- 0.0' TO 3'- 6.0" V 6- 7= -7438 1918 13-14=(-1272) 5122 11- 5= -42 188 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 68.8; +DL( 19.2). 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8= -7762 1944 14- 8= -1274 5136 12- 5= -472 2314 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0 +DL( 14,0 = 64.0 PLF 11'- 6,0" TO 15'- 0.0" V 5-13= -4024) 1092 BC UNIF LL( 0.0) +DL( 27.5;= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BC UNIF LL( 484.4)+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0° V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FORLOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LL( 72. 9)+DL( 20.4 ). 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 50/ SOH 5.50" 11.17 KDOF ( 625I Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOhD 2 Design checked far net(�p�fl uplift at 24 "oc spacing I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704" J2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.140" @ 8'- 11.7" Allowed = 0.939" oin together 2 ply with 3"x,131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0,025" @ 14'- 6,5" 9' oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL= 0.043" @ 14'- 6.5' 9° oc in 2 row s) throughout 2x6 top chords, 5" oc in 2 rows) throughout 2x6 bottom chords, NOTE:Design assumes moisture content does 9" oc in 1 row s) throughout 2x4 webs, not exceed 19% at time of manufacture. 3-05-11 8-00-10 3-05-11 Design conforms to main windforce-resisting ' T T system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 m ht h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 93.304 193.304 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 . 12 load duration factor=1.6 10.00 V NI 10,00 inuthes dplaneeofd ftheor wtrussind oonly. M-4x8 M-4x8 /- M-3x6 M-3x10 /-3x5 i -.1 12 _5_ Q� M-3x5rn0(43 444 c, M-5x10 th M-5x10ri A - I I � I( - it �� v� �v� i't v� -+- . ins ;I-i_ - d� L �o C.'' 1� 9 10 11 Ti 13 14 - 8 oo M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 ), /' ), )' ), )- )' 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 ), 15-00 WEDGE REQUIRED AT HEEL(S). <cv,t0 PR Qpss JOB NAME : POLYGON 3-D NH - B1 Scale: 0.3915 ��� �y(y[}j�f(�' 4© WARNINGS: GENERAL NOTES,unless otherwise noted: �2 tI1 '"1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual :gd0117r,9024E c"and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B1 2,2x4 compression web bracing must be installed where shown+, ncorporation of component is the responsibility of the bu lding designer. 3.Additional temporarybracing to insure construction 2 Deslgn assumes the top and bottom les br to be laterally braced at1101.. stability during 2'o.c.and at 10'c.c.respectively unless braced throughout their length by .,,r'1 , y A�'A ` DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). r' /`' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON V./ 4.No load should be applied to any component until after alt bracing and 4.installation of truss is the responsibility of the respective contractor. A SEQ. : 6051 175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4.. 'Z.", 2 \ design loads be applied to any component. and are for"dry condition"of use. 4, -7)' 14 �..a.. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8'nDecessa assumes full bearing at all supports shown.Shim or wedge if ry fabrication,handling,shipment and Installation of component. ry 1 k-\'' V p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII I III VIII VIII VIII IIII IIII TPek U A in nc./ copies of which will furnished upon request. y lines t coincide sizejointtlat center Ines.. M ITek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(Web) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-4=(0) 0 2-3=(-68) 41 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -54/ 292V -23/ 81H 5.50" 0.47 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 10.9" -61/ 60V 0/ OH 1.50' 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( A) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Design h k d for n t(�p )ygtift at 24 ag�pac+nn I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053' T MAX BC PANEL LL DEFL = 0.004" @ I'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0° Allowed = 0.172" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.8' Allowed = 0.172" 10.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. �' Wind: 140 mph{ h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All 1=i:11,4=1% Cat.2, Exp.B, MWFRS(Dir), load o Truss designed for wind loads in the plane of the truss only. 0 .41 O Na N co co o ��� 1110114 M-3x4 A- „I, y y 1-00 3-06 'PROVIDE FULL BEARING:Jts:2.3.41 JOB NAME: POLYGON 3-D NH - BJ 1 'J waope Scale: 0.6793 � `,Y�i � �/� WARNINGS: GENERAL NOTES,unless otherwise noted: S9 ...III 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . !9211 i o t- r Truss: BJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper r L 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY E E 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ^� ar1a�r.� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such astivey unless braced throughout their length by +>f -. DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywoodrequired sheathing(TC)and/or drywall(BC). G , ia� Po h' 9 3.2x Impact bridging or lateral bradng where shown++ ly,• A No load should be applied to any component until after all bracing and A Installation of truss Is the responsibility of the respective contractor. `'+. SEQ. : 6051176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Y OREGONvt TRANS I D: 407533design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q�}` 1 ,� ^�••. fabrication,handling,shipment and installation of components. necessary. V � B.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. .n a�s 1111111111111111111111111111111111111111 TPI/WfCA in SCSI,copies of which will be furnished upon request. 6 linePlas coincides shall with joint olocated on n both Gnes9s of truss,end placed so their center rl L• MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor basigits cscate size connectorplf atetdesi inches. n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0' 0.C. 2.3=(-110) 68 3-4=( 34) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 825 C,CN,C18,C018 (or no prefix) = CompuTrus, Inc 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net1-5 Psfl uplift at 24 'cc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUR(1ENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 10.00 VMAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" MAX TL CREEP DEFL = -0.000' @ 3'- 11.7" Allowed = 0.063" MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0' Allowed = 0.396' MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Os Design conforms to main windforce-resisting CD system and components and cladding criteria. o Wind: 140 mph h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n co (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 CD Truss designed for wind loads v in the plane of the truss only. mf o rAIMIMMIMMMMI CD ►30 506:30 1 M-3x4 ), y ,1 . 1-00 3-06 0-05-11 'PROVIDE FULL BEARING;Jts:2,5,3I JOB NAME: POLYGON 3-D NH - BJ2 scale: 0.6557 �5 f III'N GENERAL NOTES,unless otherwise noted: v � � P WARNINGS: 9fr� p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =aG••r E re Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. " 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ry 2'on.and at 10'o.c.respectively unless braced throughout their length by .: T"' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRCi•�NJ, 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. "jr ik ^V SEQ. : 6051177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+ ''4 \ '4" design loads be applied to any component and are for"dry condition"of use. 1 4 th. 6.Design assumes full bearing at all supports shown.Shim or wedge if 4/1 /4 I !1 f'. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. R f,` � V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /'7 rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111111111111111111 VIII 11111 VIII IIII IIII TPINJrCA in nc./ copies of which will be 17.6.6(1 upon request. 9 Digits indicate sizes coincide with jof plate inoint rinches. e+ MiTek USA,IDc./COmpuTfus Softwef0 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF lit&BTR SPACED 24.0" O.C. 2-3=1-224 187 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= 64 38 BC LATERAL SUPPORT <= 12"OC. 006, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF UL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -16/ 304V -66/ 185H 5,50' 0.49 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625 M 3'- 5.2" -146/ 220V 0/ OH 1.50' 0.28 KDDF 625 ,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP DOND. 2: Design checked for nett ) uplift at 24 "a acing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX TO PANEL LL DEFL = 0.007" @ 1'- 8,7" Allowed = 0.264" 12 �' MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" 10.00 2 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufadture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. cc) Wind: 140 mph; h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n oad duration tactor=l.6 o Truss designed for wind loads CV in the plane of the truss only. CO v 0 o� 5►/ M-3x4 y ), ), y 1-00 3-06 2-05-11 [PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON 3-D NH - BJ3 ��n PRo Scale: 0.5261 � �a ' WARNINGS: GENERAL NOTES,unless 0th rust e noted. 4,, ""7/5//r -y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . :r 92$.PE 1' Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by # . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or d DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. ryweli(BC). -101. CC Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051 178 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9 . 2J a `4! design loads be appUed to any component and are for'dry condition'of use. „q \ ik. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if i 14 6" " fabrication,handling,shipment and installation of components. necessary. �r_ cp. 6.This design is fumished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainagehciso avis.and L" I IIIIII I III IIIIII III VIII VIII III[[III[III 8.Plates shall be located both faces of truss, placed so their center +l TPINVECA in BCSI,copies of which will be furnished upon request, lines coincide with joint center tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late in inches. 10.Digits rrbaisiciconnector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES4WR/(0)/p- 1'00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 0) 72 BC: 2x4 KDDF N18BTA SPACED 24.0" O.C. 2-3= -296) 256 3-4= 94) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -9/ 291V -82/ 221H 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 33V 0/ OH 5.50" 0.05 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -197/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2" -72/ 110V 0/ OH 1.50" 0.18 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND 2 Design checked far net) 5 psfl uplift at 24 "Sc s acg incl AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -/ MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" I) MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.008' (� MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.4" Allowed = 0.264' MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172' 12 MAX HORIZ. LL DEFL = -0.003' @ 7'- 3.4" MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4' 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. U7 Wind: 140 m hl h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ..:1- j� N- M MIIIIMMIMINIE ,/- 5�� -/ O 1 M-3x4 y 1, y 1, 1-00 3-06 3.10-15 (PROVIDE FULL BEARING:Jts:2,5,3,4) . PRQ, JOB NAME : POLYGON 3-D NH - BJ4 Scala: D.4597 �� �,�'y`JLy(�(„)(N 10 WARNINGS: GENERAL NOTES,unless otherwise noted. CI '7/5/1V" (�rrr 5/1 V" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual u` ';9 1.-E *- T r u s s: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced Cl .gyp DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t�� - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** OREGON f, SEQ. : 6051 179 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. �/A .� `Ai. design bads be applied to any component. and are for"dry condition"of use. ^� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.ndassumes full bearing at alt supports shown.Shim or wedge if d 4 �¢ fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. 41 ' t o,,.b 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 1111111111111111111 TPINVECA in BCS(,copies of which will be furnished upon request. git coincideinictwith jointf center lines. 9.Digitssni dsize oplate in inches. c+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) EXPIRES: J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ni&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-29) 50 6-5=( 0) 14 BC: 2x4 KDDF #1&BTR SPACED24.0" O.C. 2.3_(-119) 0 6.7=� 0) 0 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4- 24) 30 5-8.(-42) 69 3-8=(-71) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -42/ 302V -28/ 92H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 65V 0/ OH 5,50' 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 orf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 1'- 4.4" Allowed = 0.091" MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000" @ 5'- 3.8" Allowed = 0.157" MAX BC PANEL TL DEFL = -0.013' @ 3'- 2.0" Allowed = 0.211" 2-04-13 T T MAX HORIZ. LL DEFL = -0.002' @ 5'- 3.8" MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 12 10.00 2 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 N Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /�_ load duration factor=1.6, o inuss thedplaneeofned for thewind trussoonly. ads N M-3x4 o r fell . 8 co r f O� LL7 o ''' • M63x4 7 o M 3x4 M-3x4 s- poRafie1- y - 1-03-12 4-08-04 y )' y y 1-00 1-05-08 4-06-08 y y y /' 2-05-081-00 3-06-08 y y 6-00 'PROVIDE FULL BEARING:Jts:2.4,81 JOB NAME : POLYGON 3-D NH - CJ2 � VScale: 0.4656 \Cj % S4, WARNINGS: GENERAL NOTES,unless otherwise noted: 5iir 44' /+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual Q,' ±92 e 0 n E 1..r Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper I L 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the bulking designer. ,r -' DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19'o.c.respectively unless braced throughout their length by • DATE: 9/5/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). err building 9 3.2x Impact bridging or lateral bracing where shown++ , SE/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. W. : 6051181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, if OREGON .,ke TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. �!'f 1` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If y' -44- 1 4 so- 4 fabrication,handing,shipment and installation of components. necessary. �t>. 6.This design is famished subject to the Imitations set forth T•Design assumes adequate drainage is Ovid,a / !1!�.n y` t T' I IIIIII I III VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center r i Ll• TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center cines. 9. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.FForrits basicicate sizeconnectorplfatelate in Inches. design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 72 2.6=(-53( 90 6.5=( 0 18 BC: 2x4 KDDF S1&BTR SPACED 24.0" O.C. 3-4=I -25) 34 5-7=(-70) 116 3.7.( 128 78 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -40/ 344V -41/ 123H 5.50' 0.55 KDDF 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 6.5' -99/ 70V 0/ OH 1.50" 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing"1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-07-04 MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.201" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" MAX IC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4' Allowed = 0.186" 10.00 V MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" I) NOTE:Design assumes moisture content does M-4x6 (� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting OD system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c:4load duration factor=l.6 o Truss designed for wind loads in the plane of the truss only. N O , ::,I o M-1.5x3 o� 0-3x4 0 M-3x4 M-3x4 A- y y y 2-03-12 3-08-04 y y y y 1-00 , 2-05-08 3-06-08 IPROVIDF FULL BEARING• ta' 4.7I 6-00 JOB NAME: POLYGON 3-D NH - CJ3Sale: 0.5755 ti s�0 GENERAL NOTES,unless otherwise noted: I� � WARNINGS: pp 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' J ®P { Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameter;and proper Aier 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the b lding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterallybraced at Po 2'o.c.and at 10'o.c.respectively uMess braced throughout their length by ,/<r • DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}F ^V SEQ. : 6051182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L��n,4,� �\ design bads be appled to any component. and are for"dry condition"of use. t./ 14 8.Design assumes full beefing at all supports shown.Shim or wedge if !1 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. ` � V fabrication,handing,shipment and installation of components. 7.Design asumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth W 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. a.lines Digitscoincide ae sizejof pplate int center inc es. MiTek USA,InC.ICon'1puTR1S Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Weld EXPIRES:12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0))))) 72 2-6=( -95) 130 6.5=( 0) 18 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2.3=(- 215) 36 5.7=(•123) 167 5-3= 0) 51 EBS: 2x4 KDDF STAND 3.4= 59 46 3-7=(-185) 137 TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 6L ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -30/ 375V -53/ 154H 5.50' 0.60 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 8.9" 84/ 88V 0/ OH 1.50' 0.14 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 6'- 0,0' -2/ 116V 0/ OH 5,50° 0.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series RD STORAGE DOES NOT APPLY DUE 2 THE BEINIAL A REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "xc soacing.l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 4-09-10 MAX LL DEFL = 0.005" @ 2'- 3.8' Allowed = 0.211" '1 MAX TL CREEP DEFL = -0.007" @ 2'- 3.8' Allowed = 0.281" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.049" 12 10.00 �j MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" (0 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. n Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �RIQIC') Trussddesignedffor owind6loads load uration <\1 in the plane of the truss only. �- �' r v 7 o� ���® M-3x4 o M-1,5x3.1 o -� 6 0 M-3x4 M-3x4 y y y 2-03-12 3-08-04 ,1 y ), y 1-00 y 2-05-08 3-06-08 'PROVIDE FULL BEARING:Jts:2,'.7) 6-00 JOB NAME: POLYGON 3-D NH - CJ4 Scale: 0.5138 ,�<c, (rv� 6:.9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 1175//rr� pr �-S� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 z 72,0 r E 1"•" Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. w' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by #. �imre, continuous sheathing such as plywood Ing(TC)and/or drywall(BC). „ .ilnr." DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �`�" SEQ. : 6051183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, N{x kv./ TRANS I D: 407533 design loads be applied to any component. 6.Designand are for assumes fulldbeadn of et all supports CompuTrus has no control over and assumes no responsibility for the9 shown.Shim or wedge if /0 43' 14 ,0 �'•-= fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth byT.Designlaesassumes adequate drainage is of h ry` t 1111111111111111111111 8 Plates shall be located on both faces of truss,and placed so their center C f 1 L• TPIANfCA in SCSI,copies of which will be famished upon request. lines coincide with Joint center Ines. 9. MITek USA,lnc./CompUTrus Software 7.6.6(1 L)-E 10.FForits basicicate size of cohnector desiglate in n values see ESR-1311,ESR-1988 plate9 (MiTek) EXPIRES:12/31/2015 1111E IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2.3=(-257) 55 5.7=(-195) 225 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -88) 66 3-7=(-250) 217 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50° 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -69/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0.339" 5 11 11MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" T - MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" A- -/ NOTE:Design assumes moisture content does not exceed 1956 at time of manufacture. j) Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. LS) M-4x6 r o -4- cu cu O eo i IMIIMM1�co m' 7 M 3x4 2 o M-1.5x3 O./- po3. cm 6 o 0 M-3x4 M-3x4 2-03-12 3-08-04 'PROVIDE FULL BEARING:Jts:2,7,41 , i' )' y 1-00 i 2-05-08 3-06-08 y 6-00 JOB NAME: POLYGON 3-D NH - CJ5 sale: Q.4201 `�� D p" '� `iso WARNINGS: GENERAL NOTES,unless otherwise noted: a.((A(���451 � cc-- 1 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual C` = •P E Sr and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 5incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at ifIr 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ OREGON ��/ SEQ. : 6051 184 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. ,{- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, iii✓- '✓Jct Z A., design bads be applied to any component and ere tar"dry condition"of use. �` `i 14 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. ry r»,t.I fabrication,handling, 4Z.ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. +-T ri 6.This design is fumished subject to the Imitatons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlrCA in BCSI,copies of which will be furnished upon request. linescoincidenwith joint center I nche. 9.Dies indicate size of plateo inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 173 7-6=( 0) 18 1 BC: 2x4 KDDF S1&BTA SPACED 24.0" O.C. 2-3=�-257I 55 6-8=(-150) 223 6-3=� 0) 51 WEBS: 2x4 KODF STAND 3-4.0.C. (-177 84 3-8=(-248) 167 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -85 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 14.1" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 34/ 384V 74/ 2338 5.50" 0.61 KDSF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 7.5' -15/ 140V 0/ OH 5.50" 0.22 KODF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" 172/ 271V 0/ OH 1.50' 0.35 KDDF 625` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP DOND. 2: Design checked for net( psf) uplift at 24 "cc c a 'nc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3,8" Allowed = 0.339" MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117' 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1' Allowed = 0.157" T 5 MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 , Design conforms to main windfarce-resisting 10.00V �1 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), CS load duration factor=1.6, Truss designed for wind loads 0 in in the plane of the truss only. o M-4x6 r A1 .cO.,_ oi- ,. -� M-1.5x3 8 M-3x4 w M73x4 0 M-3x4 1, y y 2-03-12 3-08-04 1' y 1, 1, 1-00 k 2-05-08 4-08-09 1' > 6-00 1-02-01 'PROVIDE FULL BEARING;Jts:2.8,4J JOB NAME : POLYGON 3-D NH - CJ6 Scale: 0.3552 �.,IGNE �,Y�/A WARNINGS: GENERAL NOTES,unless otherwise noted: 'J /jrr��5/1 -�,- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' 92.*PE r Truss: CJ6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary brad to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at y�� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 491101-" DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such l bracing cingoe sheathing(TC)where s own-,drywell(BC). ! f 9 3.2x Impact bridging or lateral required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON-' SEQ. : 6051185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '1"4. th 1C/ design loads be applied to any component. and are for"dry condition"of use. rY TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �' 1 4 aQ t } fabrication,handbng,shipment and installation of components. necessary. �+•� 6.This design is furnished subject to the Rmitations set forth by7.Design assumes adequate drainage Is provided. 41 :i F1 I�{ I IIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center V TPIANlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,InC./COfnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-102) 168 7.6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-304) 55 6.8=(-132) 215 6.3= 0 51 WEBS: 2x4 KDDF STAND 3.4=(-297) 141 3-8=(-239) 147 LOADING 4.5=(-173) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 28.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 340V -81/ 282H 5.50" 0.54 KDDF ( 625 Connector plate prefix designators: 5'- 7.5" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -318/ 497V 0/ OH 1.50' 0.64 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2' Deni n checked far net( s(isffl uplift at 24 "oc s acp incl AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.079' @ 8'- 4.5" Allowed = 0.237" MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317" MAX TC PANEL LL DEFL = 0.030" @ 4'- 8.0" Allowed = 0.283" 8-04-08 MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" '1 ' MAX HORIZ. LL DEFL = 0.008" @ 5'- 7.5" 5 -/ MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mphh=22.7ft, TCDL=4,2,BCDL=6.0, ASCE -10, 10.00 V (All Heights), Enclosed, Cat.2, Exp.B, wimple), /I load duration factor=1.6, Truss designed for wind loads CI; in the plane of the truss only. c) 0 N co o M-4x6 Ait l -- ---.. _, NI- pri g�lpmm! u, 8• CD M-1"5x3 o M-3x4M73x4 0 M-3x4 I I I 2-03-12 3-08-04 I I I I 1-00 , 2-05-08 5-11 y y 6-00 2-04-08 (PROVIDE FULL BEARING;Jts:2.8,4I c0 PROPer, JOB NAME: POLYGON 3-D NH - CJ7 Scale: 0,3175 w�,,P l l 71l 4 . ''('2 WARNINGS: GENERAL NOTES,unless otherwise noted: r�� /+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -92$$PE T-" Truss:: CJ 7 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r „ ' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �¢` S EQ. . 6051186 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. w OREGON b Q// fasteners are complete and at no time should any loads greater than 5'Design gra sfosumedry trussesiti a use 6. used in a non-corrosive environment, moi..�y-YJ� �+� �.. design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if �✓ 14 '+ TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility far the necessary. y V fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. l�f Ft t t\.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIANrCA in BCS(copies of which will be furnished upon request, git coincidenictwith joint In Ines. 9.Digits ndsize of plate to inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES;1:2/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 , 2-3=(-68) 88 TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 304V -15/ 62H 5.50' 0.49 KDDF ( 625) 1'- 1.7" -64/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2 Design checke_ d far n�t( p�f)�plift a_ t_24 ^oc sp ;nn BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.9" Allowed = 0.063' MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.9" Allowed = 0.094" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 1-02-07 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 10,00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0 r O) O m/- O O C cV O r� O� ►��4 M-3x4 y 1-00 y !PROVIDE FULL BEARING;Jts:2,3,4j 6-00 y JOB NAME : POLYGON 3-D NH - J1 scale: 0,6702 \�� � 0 pN/Es5/orf WARNINGS: GENERAL NOTES,unless otherwise noted: (,� 5! I 2-Q. 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1 - -92 0 0 p E t-+ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 t C 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,r' DES. BY" E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A„r+ �ImrrJ�•^" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n fCC SEQ. : 6051187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. d 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if G'��} '7 1 2,Q •. fabrication,handling,shipment and installation of components. esessary. 4 �A 6.This design is furnished subject to the limitations set forth by7.DesignPlates shall be assumes adequated on both faces drainage Istruss,provided. 1 � `` P 11110111111111110111111 TPI/WtCA In BCSI,copies of which will be furnished upon request. 8 nes coincide with Jotnt antemGnes 9. of and placed so their center L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.For basic its iconnectocate size rplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=(-61) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625 2'- 4.1' -125/ 112V 0/ OH 1.50' 0.18 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �CO&D 2 Design checked for net( 5 pst) upl ft at 24 "ox soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC CREEP TC PANELLL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" 2-04-13 MAX TO PANEL TL DEFL = -0.007" @ 1'- 3.8" Allowed = 0.252" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" T MAX BC PANEL TL DEFL = -0.024" @ 3'- 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1' 10.00 V MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 co Truss designed for wind loads in the plane of the truss only. v 0 co N O ce 0 co co ,-/- CI; cp �4 M-3x4 A- y 1-00 y y PROVIDEF I BEARING•Ra• 4I 6-00 o PR OFFSrS JOB NAME: POLYGON 3-D NH - J2 Scale: 0.6505 �`o ! (NE �Q WARNINGS: GENERAL NOTES,unless otherwise noted: V /n 1 �] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � 7920®i- Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and et 10'a.c.respectively unless braced throughout their length by Raaae�''"'°''"" DES. BY: EE Is the responsibility of the erector.Additional permanent ant bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). "�' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGONl, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'q G ♦X `0 SEQ. : 6051 188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .. V ��� design loads be applied to any component. and are for"dry condition"of use. s, 1 A. 4. 8.Design assumes full bearing et all supports shown.Shim or wedge if A. TRANS I D: 407533 5.CompuTrus has no control overtand Installation no responsibility for the nesign as. t DC�� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. G it 8.This design is furnished subject to the Imitations set forth by m.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPA in BCSI,copies of which will be furnished upon request. a.(ines Digits coInidicate sizeJoint plate incenter Inc10. M(Tekek U USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VI(((((II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1-2=� 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1$BTR SPACED 24.0" 0.C. 2-3=(-83) 76 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 1238 5.50' 0.54 KDDF ( 625) 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDQND. 2: Design checked for ng�(-5 pef)splift at 24 'oc s ap C!nn I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.097" 3-07-04 MAX TL CREEP DEFL = 0.000' @ 0'- 0,0" Allowed = 0.129" T / MAX TC PANEL LL DEFL = 0.018" @ 1'- 12.0' Allowed = 0.273' MAX BC PANEL IL DEFL = •0.032" @ 3'• 1.4' Allowed = 0.339" 12 / 10.00 V -/ MAX HORIZ, TL DEFL = -0.000" @ 3'- 6.5" NOTE:Design assumes moisture content does //M � not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6 Truss designed for wind loads 0 o in the plane of the truss only. N co O V co r/- c) O M-3x4 .1 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME: POLYGON 3-D NH - J3 sale: 0.6005 \5�`` PROF 4W/ -n WARNINGS. GENERAL NOTES,unless otherwise noted: 4 , ✓/f, *1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual CC' ±92,0 P E 1-+' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). .,,,,,, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ tr. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,'+"• SEQ. : 6051189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, N� A. TRANS ID: 407533 design loads be applied to any component. and are far"dry condition"of use. f�//yy .t 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full beefing at all supports shown.Shim or wedge if G1 'T 1 4 2,0 4.. fabrication,handling,shipment and installation of components. necessary. No 6.This design Is furnished subject to the Inflations set forth b 7.Design assumes adequate othinace Is provided. � }�y I(VIII I III VIII VIII VIII VIII VIII(III(III Y 8.Plates shall be located on both faces of truss,end placed so their center C v TPINVTCA In BCS(,copies of which will be furnished upon request. Tines coincide with Joinf ppt center Ones. MiTek USA,Inc.JConlpuTfua Software 7.6.6(1 L)-E 10.Forr9. �basts ic conn te ctorpla ete nvalues see ESR-1311,ESR-1988 P design (MiTek) EXPIRES:1:2/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24,0" 0.C. 2-3=(.109) 96 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625 4'• 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2 Design checked for net(�psfl uplift at 24 "oc agp cine I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 4-09-10MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.049" MAX TC PANEL LL DEFL = 0.056' @ 2'- 9.1" Allowed = 0.377" MAX TC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" MAX HORIZ. LL DEFL = -0.001" @ 4'• 8.9" 12AA MAX HORIZ. TL DEFL = -0.001" @ 4'• 8.9" 10.00 V I') NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), co load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. rn 0 o icr• N O in c' il- V* 2�4 -f O 1 M-3x4 J, y y 1-00 :l I z 1: , 6-00 .0`c,0 PRQ4�,� JOB NAME: POLYGON 3-D NH - J4 Scale: 0,5446 ``�� ' 1/5///7 �;�N $,� �oA� WARNINGS: GENERAL NOTES,unless otherwise noted: 14,1f '7n/J5/f 7` "V"7 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual Ct' /P E c" and Warnings before construction commences. building component.Applicability of design parameters and proper 4011rifer, Truss. J 4 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+, y.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o.c.and at is o.c.respectively unless braced throughout their length by r 6041.1"1 DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ QRE QNB f� SEQ. : 6051190 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1X ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d n design loads be applied to any component and are for"dry condition"of use. 4.74‘'74 7}" 1 4 4� S=. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary. assumes full bearing at alt supports shown.Shim or wedge If 1 fabrication,handling,shipment and installation of components. ry RPM. \. gP° 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center I/W7CA In BCSI,copies of ch will be furnished upon 11111111111111111 MiTTPe USA,Inc./CO npulrus iSoflware 7.6.6(1 L)E request. nter Ines. 1e in inches. 0.FFor baissic Ines connesize ofctor platde with joint le design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0" IBC 2012 MAXMEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 72 2.4=(0) 0 BC: 2x4 KDDF g1$BTR SPACED 24.0" O.C. ) 2-3=(-138 116 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5,50' 0.65 KDDF( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow P 5'- 9.2' 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625 C,CN,C18,CN18 (Sr no prefix) = CompuTrus, Inc ( g) 6'- 0.0" 106/ 169V 0/ OH 1.50" 0.27 KDDF ( 625` M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Design the k d for n t(�pef)�nlift at 24 oc s ap cine BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4' Allowed = 0.481° MAX IC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722" 12 ) MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2' 10,00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), c+) load duration factor=1.6, Truss designed for wind loads o v in the plane of the truss only. c N u-, 0 of M V O/- -/ O 411.- M-3x4 ), i, y 1-00 6-00 IPROVID FI B ARIN"• ts• q I 9,0 PROpe JOB NAME : POLYGON 3-D NH - J5 Scale: 0.5235 `c.j. . is''ste�.ya�� WARNINGS: GENERAL NOTES,unless otherwise noted: 5 /5/1 "fes 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4k• ,iiiiir.92••P E r Truss: J5 and Warnings before construction commences, building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such etiv ty unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). w+�r�arr Jw.^ " Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4, SEQ. sive environment, OREGON I D• 407533 design loads be applied to any component, and are for"dry condition"of use. G� ""!� ' S.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge If ' ' 14 ,� '•�-• fabrication,handing,shipment and installation of components. necessary. '3� 6.This design is furnished subject'to the imitations set forth by7.Designlaen shall assumes adelocatedquate on dth face is truss,and t s y 11111111111311111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 nes coincide oint centertillness of truss, placed so their center t 1 5. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= 0 72 2.5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0° O.C. 3.4=I-113 163 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 377V -80/ 217H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50' 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4" -101/ 55V 0/ OH 1.50" 0.09 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IC06D 2 Design checked for net(�"sft uplift at 24 "oc spacing I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.075' @ 2'- 9.2" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2' 12 NOTE:Design assumes moisture content does 10.00 V �� not exceed 19% at time of manufacture. trjjmmimmmmimm.mi Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads itch o o in the plane of the truss only. Cr) N VD O h- 0 77- v o� ►� 5►� cD M-3x4 f- y > y y 1-00 6-00 1-02-07 LPROVFUARING;Jts:2.5.3.41 IDELLBECob. 0 PROp0 JOB NAME: POLYGON 3-D NH - J6 Scale: 0.4676 ,p (Nayq� 41 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 '7151117 5f 17` - C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -9 0 P E r" Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designee • 3.Additional tempore bracing to insure stabili during construction 2 Design assumes the top and bottom chords to be literally braced at .101x. temporary 9 b 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,,v� +1 ` DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓ `� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f C i 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : V 051 192 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 1�J QN design loads be applied to any component. and ere for"dry condition"of use. Q -.n 1 4 b. 6.Design assumes full bearing at all supports shown.Shim or wedge if A c7� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. '+7 '�t s It\„ v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r-t 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPI WfCA in BCSI,copies of which will be furnished upon request. 9.linesDigitscoinidicate size ide with joint ttlate tIn erinches. cen10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.0. 2-3=(-267) 238 3-4= TC LATERAL SUPPORT <= 12"OC. UON. LOADING 90) 38 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 25011 5.50' 0.61 KDDF ( 625)plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8' -15/ 23V 0/ OH 1.50" 0.04 KDDF ( 625` REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP QDND 2 Design checked for net) psf) up ift at 24 "cc spacin0 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed . 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" A MAX TC PANEL LL DEFL = 0.119" @ 2'- 11.7" Allowed = 0.481" MAX IC PANEL TL DEFL = 0.105" @ 2'- 11.7' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003' @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting 7 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, Truss designed for wind loads 0 4 in the plane of the truss only. o cut ON. co co r/- O/- o 5�� M-3x4 A- 1, ), ), y 1-00 6-00 2-04-13 (PROVIDE FULL BEARING:Jts:2,.,3.41 00 JOB NAME ; POLYGON 3-D NH - J7 scale: 0.4230 ��j�-. pN rti�,��Q6'•9/A- WARNINGS: GENERAL NOTES,unless otherwise noted: <{,r t/11 *",Sy, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t• '92 t•PE r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 9/5/2014 Po b 9 3.2x Impact bridging or lateral bracing required where shown++ E 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44, SEQ. : 6051193 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �� .o design bads a a ped to an component and ere for"dry condition'of use. N TRANS I D: 407533 P Pp yty 8.Design assumes full bearing at all supports shown.Shim or wedge if ,' �A' 1 4 5.Com uTrus has no control over and assumes no responsibility for the 9 ` 1�, fabrication,handing,shipment and installation of components. esessary. 'f!' \-�`7.Designassumes atedadequate dthinace is of truss,d. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R I t I IIIIII VIII IIII VIII VIII VIII VIII III IIIITPIiWTCA in BCSI,copies of which will be furnished upon request 9.lines coincide with joint center lines. MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E basic connector Digits Indicate 10.Forte design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320( 288 3-4=1-103 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 285H 5.50' 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 380V 0/ OH 1.50" 0.49 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3" -54/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked far net( oafl olift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' /- -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9' Allowed = 0.481" �( MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722' MAX HORIZ. LL DEFL = -0.005' @ 9'- 6.5" MAX HORIZ. TL DEFL = -0.005" @ 9'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1p Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria, Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 j� Truss designed for wind loads in the plane of the truss only. o v 0 N o3 O 0) CO r/- o --/ �� ►� 5 0 M-3x4 ), ) - ; 1-00 6-00 3-07-04 (PROVIDE FULL BFARING;Jts:2.5.3,4I JOB NAME: POLYGON 3-D NH - J8 ���,n INEpt,co's Scale: 0.3820 4, �` 15�/ f2 WARNINGS: GENERAL NOTES,unless otherwise noted: !t rf OPE Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �' '±2 4`r-E r O and Warnings before construction commences. building component.Applicability of design parameters and proper. Truss: J 8 Incorporation of component is the responsibility of the building desgner. 2.2x4 compression web bradng must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at _ 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by rt/ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ )'�' SEQ Q. : 6051 194 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -q� "r/OREGON�� �,CLj fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f 1 4 "Q design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407533 5.C sign to us has no control over and assumes no responsibility for the 8'Design assumes full bearing at all supports shown.Shim or wedge if h1 �Q• fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. 44‘ . rl R 1 \,- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincideiitwith jointfain inches 9.Digitssndsize oplateeto lines. ) MiTek USA,InC./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201.5 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 72 2.6=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2.3= •375 304 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= -145 57 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4-5=( -58 0 L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 332H 5.50" 0.60 KDDF ( 625j ( p ) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5,50" 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50' 0.50 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -131/ 196V 0/ OH 1.50" 0.25 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psi uplift at 24 "cc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.6' Allowed = 0.080" MAX TL CREEP DEFL = -0.001" @ 10'- 9.6' Allowed = 0.107" �i MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9' Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072' @ 3'- 2.4" Allowed = 0.722" MAX HORIZ, LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 NOTE:Design assumes moisture content does 10.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o i1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0 o Truss designed for wind loads in the plane of the truss only. 0 o) rA- coPALMIIIMIIMMIIMMIMIlmi o„,_ _ M-3x4 A- y ; y y 1-00 6-00 4-09-10 (PROVIDE FULL BEARING:Jts:2,6,3,4I pt JOB NAME : POLYGON 3-D NH - J9 Scale: 0.3563 �� >wt7 NR(1ssf� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t,t7 7/5//7' "7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t. 1.,'926 6 PE 1-+ Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 414 " DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�rr A"" Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ -49 SE/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f,'(' W. : 6051 195 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Cre to be used in a non-corrosive environment, A_OREGON A TRANS I D: 407533 design bads be applied to any component and are for"dry condition"of use. %tet 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if -T� j ,Q ^�- fabrication,handling,shipment and installation of components. necessary. �1+y, 6.This design is fumished subject to the limitations set forth by7.Designlaesassumes adequate onne both drainage is rovis,a. C-r., �y (IIIA I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center !'f v.• TPINVTCA in BC51,copies of which will be furnished upon request. lines coincide with joint pt late center tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. in inches. 10.Dor basits ic connectote size rf plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIMMIMMIIMIMIIMIIMIIMIIMIIMIIIMIIMIMMIIMMIIIMIMIIMIIIMIIIIIMIIIMIMMIMMII IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTA LOAD DURATION INCREASE = 1.15 1.2=( 0i 72 2-6=(0) 0 BC: 2x4 KDDF NISBTR SPACED 24.0" O.C. 2-3= -412 382 3-4=(1.193 141 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -55) 30 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 357H 5.50" 0.60 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50' 0.49 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDOF 625 12'- 0.0' -31/ 50V 0/ OH 1.50" 0.08 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOhD 2 Design checked far net US psffl uplift at 24 "ac s acp ing MAX TLLADEFL LFLEC0.002"ON 9IT-1 -L 0!040 Allow0, ed80 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 11'- 11.2" M NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 m ht h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads c in the plane of the truss only. o o � N M O O `_ c7 VI --/ = 6 Cs M-3x4 A- , ) y y 1-00 6-00 6-00 (PROVIDE FULL BEARING•Jts•2 6.3 4.5I iuQ',t0 PRQ,ce JOB NAME: POLYGON 3-D NH - J10 Scale: 0.3223 `�r ("' `��o WARNINGS: GENERAL NOTES,unless otherwise noted: '1/51/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC .92*OPE 1-- Truss Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 41101P, io, 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bract to Insure stability Burin construction 2•Design assumes the top and bottom chords to be laterally braced at ��I�r. P rY n9 H 9 2'a.c.and et 10'o.c.respectively unless braced throughout their length by .,,r, �,bma'^r" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . 'Ago (x DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ N f, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 y,W SEQ. : 6051196 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere thee used In a noncorrosive environment, G- �� ©N T.t design bads be appFed to any component. and are for"dry condition"of use ' 1 4 tyT 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. t*s r� t i fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl t-t`1.•t'" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII(III(IIITPI WTCA In BCSI,copies of which be furnished upon request. 9 lines�coincidte with size oint f plate in center 10. n MiTek USA,Inc./CompuTrus Soft ware 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" TC: 2x4 KDDF N1&BTR IBC 2012 MAX MEMBER1FORCES 84 2-4=(0( 0q=1.00 LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=( 74) 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2' -7/ 40V 0/ OH 5.50' 0.06 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50' 0.14 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "cc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6' Allowed = 0.129" 6.00 MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0° Allowed = 0.172" MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Lo o N O N co a O O,'" 2�� 4I♦� -/ M-3x4 i y y 1-08 3-06 (PROVIDE FU B AAIN•'Jts:2 4 3) JOB NAME: POLYGON 3-D NH - P1 � t� pR�'` s�, Scale: 0.7235 �J ' .7/5//r (/yN1/ / WARNINGS: GENERAL NOTES,unless otherwise noted: tLl� f 1 r+'/ / `'. I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . !92/0 PE 1"" Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,+,/v�mrr = DATE: 9/5/2014 Pe ty 9 3.2x Impact bridging or lateral bracing required where shown++ r • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. '-7 OREGON /,.;. SEQ. : 6051197 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, W TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. J 2�� `� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q l �'"j'•• fabrication,handing,shipment and installation of components. necessary. ` . ' 7.Design assumes adequate drainage Is provided. '�! Fy r 11`y 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center FIR10- 6. b VIII(I III IIIA I III VIII VIII VIII III(III TPI/VVTCA in SCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 6L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 20.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDOF ( 625 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net)-- osfl uplift a> 24 "oc s eco ins. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 12 MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306" 6.00[7' MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. A- 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads T in the plane of the truss only. 0 0 N N 0) O N M/_ mt0 o/- 2►� 4 M-3x4 ./- > ,L. 1, 1-08 2-00 1-03-11 (PROVIDE FULL BEARING:Jts:2,4.31 tD PRQ,r�.� JOB NAME: POLYGON 3-D NH - SJ1 Scale: 0.7307 �`/y7j�J(N WARNINGS: GENERAL NOTES,unless otherwise noted: �� V' 'rr 5// C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 9 PE r Truss: SJ 1 Warnings Warnin s before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by m1' DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d ll(BC. ' DATE: 9/5/2014 ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ '1M ,�' SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "�7 ©AEGON ^W S EQ. : 6051198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,t;. 'if N design loads be appied to any component. and are for"dry condition"of use. /TRANSl'' 2, f, I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,shim or wedge if '0 1 necessary. [. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +.; R y t„y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPI WfCA in BCSIcopies of which will be furnished upon request. sgit coincide with joint center Ines. 9.Digits n oncsidt size of cin Inches. 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/311201.5 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 84 2-5=(0) 0 2-3=(-137) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING NI-117d 28 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 20.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow P 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc ( 9) I'- 9.2' -98/ 51V 0/ OH 5.50' 0.08 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6 ' 7.7" 43/ 95V 0/ OH 1.50" 0.15 KDDF 625` BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8,0' Allowed = 0.222" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0,1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" 6.00 D NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. N CO O O t0 V C,) r, O/- 0 2I► 5►1 1 M-3x4 y i, / .1- 1-08 2-00 4-07-11 'PROVIDE FULL BEARING;Jts:2,5,3,4) ge JOB NAME : POLYGON 3-D NH - SJ2 scale: 0.5609 �•�,�Cj..&T' � 6:0, WARNINGS: GENERAL NOTES,unless otherwise noted: 4{Jtil /`x15/( ' *„? c� rf 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I}' .92 0 0 PE S" Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r,0,p a Ime"""'" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `'CC SEQ. : 6051199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A_OREGON b ^V TRANS I D: 407533 design loads be applied to any component. and ere for"dry condition"of use. q'7 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes •full bearing at all supports shown.Shim or wedge if 'cJ 1 4 �,���^ fabrication,handling,shipment and installation of components. necessary. V 4' 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. L'yy R i bl" IIIA((III VIII VIII VIII VIII VIII IIII IIII TPI/WICA in SCSI,copies of which will be fumished upon request. 8 lines coincide with jos shall be int centeon tr lines faces9. of truss,and placed so their center CC+I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For basiits c connectocate size r plf ate design values see ESR-1311,ESR-1988(Wet) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(0) 0 SPACED 24.0" O.C. 2-3.(-194) 91 BC: 2x4 KDDF #1&BTR 3.4.(-133) 57 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -58) 27 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF OVERHANGS: 20,0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 471V -38/ 186H 5.50' 0.75 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 9.2' -93/ 50V 0/ OH 5.50" 0.08 KDDF 825 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9' -91/ 196V 0/ OH 1.50" 0.25 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9' -117/ 252V 0/ OH 1.50° 0.32 KDDF 625 9'- 11.7' -41/ 88V 0/ OH 1.50' 0.14 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IGOND 2 Design checked far nett 5 psfl uplift at 24 "oc s acp ing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0° Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = -0.004" @ 1'- 5.5° Allowed = 0.306" MAX HORIZ. LL DEFL = -0.002' @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 5 -A A- NOTE:Design assumes moisture content does '( not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6 Truss designed for wind loads i O in the plane of the truss only. �( N .4- N O u7 c 3 8.01( PI -4- eri_ill.1.1111 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 Of 2►� 6�� 1 M-3x4 A- * * * y 1-08 2-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,5I Ore Scale: 0.4335 \c��,1M�} IRNE• i., � JOB NAME: POLYGON 3-D NH - SJ3 ��, �� � WARNINGS: GENERAL NOTES,unless otherwise noted: fl r� CJc 0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -- .92.`( E r Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ir DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t OREGON +./ 4.No load should be appfied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - SEQ. : 6051200 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. tf 1. Z�r design bads be applied to any component. and are for"dry condition"of use. _ } 14ly^t". 6.Design assumes full bearing at all supports shown.Shim or wedge if (d,f TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4TL��R t i r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C' I4 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111$111111311 TPIM?CA in nc./ copies of which will be 7.6.ed upon request. y lines is indicate sizencide with lof plate inoint inches. fines.. MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/676-1909 3D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832602 thru R41832612 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,siso PRQFk;.9' -Q., �GlN gyp_ 7- 87022PE 9 :),:"TERGO.1\q"\ �,� Iv16aA_ Heck EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-121 UP Fax 916/676-1909 3D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832602 thru R41832612 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. .caNIO 0% �WASP: -mic) s ,d44, o 49639 . CxsT April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 3D PL14-121_UP F01 Floor 17 1 841832602 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 tD:SygD?CTOFZSjSNcS 1 ttIDzR3Xv-djDAkdT?Wq 1 gR6Aiu2whgSrzALaeplNpCinHGIzOQRB I 2-6-0 I 10-10-2 ii 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 Il 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • N N D 0 o 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 Il 3x8= 3x4 = 12-6-2 I 11-4-2 169-12 111-11-21 I 11-4-2 7-0 0.7-0 63-10 Plate Offsets(X,Y): 16:0-1-8,Edue),17:0-1-8,Edge) LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown, 2ONIO TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8= Qy 2944/0,8-9=-2944/0 - BOT CHORD 16-1700/1772,15-16=0/3588,14-1500/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 04J WAS v '4 WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=57/292,5-15=281/0,6-15=-62/602,9-11-1916/0,9-12=0/1262, C. 4(,Ov 4 Lk 712=756/0 i.&., �, NOTES f t 4 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. ar 3This truss is designed in accordance ith tthe 2012 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. d� 49639 4./ ' 4)Recommend 2x6 strop backs,on edge,s aced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Ir S,l t�, be attached to walls at their outer ends or restrained by other means. ,, I$' nom' LOAD CASE(S) Standard AS'`xnlfl � ,,,, 0 P R()Fes CyY` GIN k"9 (0 `K' 87022PE fir' J' y - REGO c�� 1l O '1�1$ER # `. A. Hers EXPIRES:06/30/2015 April 22,2014 1 ®W RN1f6-Verify deAgn prameters v&READ,"1G7ESON?HYS AM Thia.LEEDH.TTEKR€FER7NczPAGENJf 7413 rest/28/201/ ZNE11SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �.. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the /, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if'Sauthere Pine@Spj lumber is. ciTted,the aerial,values are those effective 06/03/201.5 hy.A.LSC. Job Truss Truss Type Qty Ply 3D R41832603 PL14-121_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9vb<LZ8PkHIx6fOGOKAzOQR9 I 2-6-0 1-9-8 II 1-2-0 11 1-6-0 ii 1-1-12 1 1 2-5-8 II 1-2-0 11 2-0-8 1 1 1-4-0 1 Scale=1:37.5 1.5x3 I I 1.5x3 I I 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 N 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6 = 12-7-4 11-5-4 2-0-4 17-4-12 I 21-5-12 I I 8-8-12 I 2-8-8 �7-0L7-01 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Eddel,17:0-1-8.Edgel,[16:0-1-8,Eddel,[22:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a Weight:99 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) 40NI0 44, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 0�t L-4, y, TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, 9-10=0/571,10-11=0/571,11-12=0/566 \,' t�l4 � BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, - /tom - 15-16=22/297,14-15=-286/61 WEBS 6-19=504/0,2-23=-705/0,4-20=-540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, ___,,,,,,) 12-15=-457/0,6-20=0/535 ..dNOTES 1)Unbalanced floor live loads have been considered for this design. 0 2)All plates are 3x4 MT20 unless otherwise indicated. '9102V * 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. P a 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0) fi be attached to walls at their outer ends or restrained by other means. �c'.;•. C.'��, �G( R� t�11�� 7)CAUTION,Do not erect truss backwards. O LOAD CASE(S) Standard 870 2PE N04 y �-c1,.OREGO s 900F, SER .\\ � S A, HR EXPIRES:06/30/2015 April 22,2014 4 s mom Verify dcui/n;aramcscsai-i READf#tiTF.SON TfWE MD1M30SfDMIFF#REFEREK7EASE/411.7413:e 112.5/201A BECAME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek T erector.Additional per1X1manent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 k fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaity Criteria.DSB-89 and ICS!Building Component 7777 Greenback Lane,Suite 109 from ls Lee se�stw01/ 3eyfa. Caws Heights,CA,95610 Sshwrne-Dember s >dltieInstitute, ate those 201At Job Truss Truss Type Qty Ply 3D R41832004 PL14-121 UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:57 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-21uIMFVupIQFIZvHZATOR4TWSYngOmzFug?MdzOQRB 1 2-5-4 I 1-2-0 I I 2-0-8 I 2-6.0 1 1 1-4-4 1 Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • • o e • o 0 oJ I Io oIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII .../11°11I' 7 ' e• o 1 K 11 10 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 1 3 3 4 3-10 4 8-7-12 8�9 12-9-0 2-8-4 0-7-0 0-7-0 0-1-B 4-8-0 0.9-B 3-11-12 I Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) .," ONIt3 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �cJ 1� WAS1114, TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 y4 / It *A d WEBS 2-12=-610/0,4-9-841/0,6-8=-123/255,6-9=444/0 ht t 1,4 NOTES 1)Unbalanced floor live loads have been considered for this design. ;f 2)Refer to girder(s)for truss to truss connections. rd 496394. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. C� 4)4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. � 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4`„,S7- ' 7NAL .0 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �{�� P�(� �ss C. 87022PE r' cv y �'°, 15)OREG*N 1 4 A. H ' EXPIRES:06/30/2015 April 22,2014 4 A WARSN1? •Ve'y dex(gx para+t mrs av-READ htl rE'S ON 17dUS ANG f't ZE0 M1TEK REFERENCE PPA3S$117 473 3Ec 1/2S/2114 WOREFSE ...... Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding WI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Boning Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 if 5autlnam Pine(SPJ lumber 1s specified,the design values art these effective GG 1/2.01,1 by AlAC Job Truss Truss Type Qty Ply 3D R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-W VSga?WWa3Y6wjUT7u_d_I0i3y711EmO6KIUP3zOQR7 I 1-9-0 I I 1-6-4 I I 2-4-12 1 1 1-2-0 11 1-4-4 I 1-3-0 I Scale=1:21.0 1.5x3 II 3x4 = 1.5x3 II 3x6 = 3x4 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 • a • _ 0.11,11 i — . ..-----'''''''''. --------,.. 0 e • �o 14 13 J` 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-012-0-12 I 5-2-0 I 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edael.[10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) 10NIO 1 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=390/0,6-7=-390/0 o 01 is/p W BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 C if /„ WEBS 4-12=387/0,2-14=328/0,5-12=-541/0,4-13=0/368,7-9=-351/0 d Q IA NOTES t-3 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. Mfr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 Ai 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rd� IS i be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 'IONA.LV' G LOAD CASE(S) Standard ° PRore. 87022PE r' f , Nfi '- lv -7_,, b 'oj, OREG*N n 41/ 9 1 S. A,\ A He EXPIRES:06/30/2015 April 22,2014 t H'A vt.6.Verey-ddes(ps pammeivrsss;:1READbITESoNTHISAtd£DitlI/SEDMITEXTEFERENCEPAGEMIIL:T3reg.IPS/2/i1dDEC 34EYSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 11 RiTei,.IS.- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AYE f fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormaion(BPI from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern pls-w l$P tuftntser isspestfind.tlss aign eotoe2 WE those exitfaw w D6/o3/2f319 by A9.SC Job Truss Truss Type Qty Ply 3D PL14-121_UP F05 FLOOR 4 1 R41832606 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-_h02nLX8KMgzYt3thbVsXVZoIMMDUehYL_U2xVzOQR6 I 2-3-12 I I 1-2-0 I I 1-0-0 I 2-6-0 Scale=1:21.9 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 o oc i n ot ° ° o.11.1111 _ _zr— _ — �I o e ° 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 I Plate Offsets(X,Y): f2:0-1-8,Edge),fl0:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. W 1O TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 ��� M '' WEBS 3-10=0/263,2-12=1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 .r r o r NOTES k.k VI1)Unbalanced floor live loads have been considered for this design. t3 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIR PI 1. 4,r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' 49639 4 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '4'� ONA ' �, p, 0 PROpFss � GtN�F�. i0 •-c' 87022PE 1-- / cvs. � -y -0j, OREGO 10 48ER A to ` r A. He- EXPIRES:06/30/2015 April 22,2014 it it A&ff m P3-Verity desIyu parametus a d READ NC 7€S ON THIS ANC MIMED TV(P.EFE8€MT JAG€?4I1.1413 sec.1;/28/2014DE'S 'f#SE ..•� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the / erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSITIPII Quality Criteria,DSB-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISP11usnher is specified,the design'.eciues art ttersa effective 06/01/201.3 try Mitt Job Truss Truss Type Qty Ply 3D R41032607 PL14-121_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-StaR?hYm5gog91 esFJ053j51 emmFD7ehaeEbTxzOQRS I 2-6-0 I 1-9-8 I I 1-2-0 11 1-3-0 1 1-6-0 1 I 2-5-8 1 1 1-2-0 1 1 1-t1-0 I Scale=1:25.7 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8® 9 e • o e � N 1. ...-- e e e „ 16 15 14 Fit 12 11 li 3x8= 1.5x3 I I 1.5x3 II I 11-5-4 112-0-4112-7-41 14-9-4 I 4-6-84-6-8 10-7-0 l 0-7-0 I 3-0-4 8-8-12 I 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): (7:0-1-8,Edae1,18:0-1-8,Edge1.114:0-1-8,Edge1,115:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a Weight:67 lb FT=0 hF,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) IONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .11 �Yyjr TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 007 Ov WAST— BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 CI �' Q� WEBS 2-16=-729/0,5-13=-594/0,5-14=0!446,7-13=-499/0,8-10=36410 I 4, /- . ,k„ ` 1 NOTES I t4 1)Unbalanced floor live loads have been considered for this design. .d' 2)All plates are 3x4 MT20 unless otherwise indicated. ,d ' 3)Refer to girder(s)for truss to truss connections. i 49639 4.4f,'` 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. L t(rj $ 19 55)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `.V.V j be attached to walls at their outer ends or restrained by other means. CINAVVs 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) StandardR�� PRQp . � \� 0.-‘0 EF9 /0 87022PE il:9f cn 04 g. S GREG N `Z Q1.0 Ck ,„,ER #A' ' Li `- A. H ,0,... EXPIRES:05/30/2015 April 22,2014 5 4 '/NLY3 Verifydes:/nwax.rrsaxrfREAD M'SC?i''JHSSA+LiM2 ED NITEKPEFEREtKEPAGEMU7473mc1,/29JJEIEREP tEUUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. oi Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sworhwrn FinetSP1 lumber is specified„thex,°eaign values are Thom stfexziue06JG1I2O13 byALSC Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP F08 Floor 2 1 Job Reference(option) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:01 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-w48pCoYOs_whnBD2o0YKcwe9A9z3yTvrplz900zoQR4 I 2-6-0 I I 1-0-10 II 1-2-0 II 0-11-2 I Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e 0 000000000000 — ,..........4444.4444,4444. 2 1'1'9 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-6-10 1F0-1-10I I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edae1,f7:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .2iONYO 44, TOP CHORD 2-3=-3020/0,3-4=3020/0,45=3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 Cj �-i WA J7i. WEBS 2-17=1937/0,2-16=0/1323,4-16=685/0,4-15=28/296,5-15=266/0,6-15=69/599,9-11=-1940/0,9-12=0/1285, () 7-12=786/0 ' f'A NOTES Ay ' „` t.r, Z, try C3 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. „!r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. +dd 49639 t�,r" 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (j� gIST be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard `''ION V42, V7 A cDPRQFss 9. GIN /0 87022PE _" /' cr) 04 y SAX OREGO (9 :p 91 M$ER A. C7Sk NRA EXPIRES:06/30/2015 April 22,2014 4 1 AkYAi€N7 -v&?,design gran r3 3nd READ IMES ON AM=€KZ€ EDI/CIEKFEf£EMT PAGE NTT 7413 mg.I4 '2S/2 1E8 Ef#SE ..� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISPI lumber is spieriga<t,the design ii:thAiESarE 181eve effective 05ft39./201.3 byA SC Job Truss Truss Type Qty Ply 3D R41832609 PL14-121_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-OGiBQMZOdH2YPLnEMj3Z88BKvZJHhw8_1 yjiYgzOQR3 I 2-6-0 I 11-0-14 ii 1-2-0 110-11-2 I Scale=1.33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i /1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-14 I 111-14 y�r0-7-0�0-7-0 I 11-6-14 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'ONIo Z,_ TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=3791/0,5-6=3791/0,6-7=-3457/0,7-8=2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 fl a'�WASil{ WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=265/0,6-15=-69/600,9-11=-194310,9-12=0/1287, C. kV 7-12=789/0 y / r mak:, y. r 00NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 4./7 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 449639 i•Q 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0). T E � be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard wQ PRQ 870 2P yu> CVti 0'0T GREG N eta '90, aEP A\ P: SA. NE EXPIRES:06/30/2015 April 22,2014 A * A tt'rf4M:;T Veal,riexyaplsmcscwrsAnd RLA1Pi:TES ONMNSANC:MIMED f't/SE il Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownT '` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mae 1 R all fE',r, R- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if South ern Pine(Sillvsnhee it ertocitiort,the dasei5€r vetoes arc..those a?ectbve L'6/O3!3O1:31st ALSC Job Truss Truss Type Qty Ply 3D PL14-121 UP F10 Floor 5 1 841832610 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcs 1 ttIDzR3Xv-sSFZdiaeObAPOUMQwRaohLjY2zoGQPiBGcSF4GzOQR2 1 1-2-4 I 1 1-2-12 1 2-6-0 I 1 1-2-0 1 1 1-3-0 1 1-6-0 Scale=1:21.2 1.5x3 II 3x6= 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e IIN 0 o 0 14 . 12 11 10 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= I 1-s-4 I 8-0-8 1 8-7-8 1 9-2-8 1 12-2-8 6-7-4 0-7-0 0-7-0 3-0..0 I Plate Offsets(X,Y): 15:0-1-8,Edge1,(10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift 14=628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) NIo 14, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. AS1 TOP CHORD 2-3=0/824,3-4=-647/0,4 5=-647/0,5-6=-791/0,6-7=-791/0 BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 .9- " •,), WEBS 2-13=738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 / /co k Q' t NOTES 1)Unbalanced floor live loads have been considered for this design. er 2)Refer to girder(s)for truss to truss connections. ,� \ , (byothers) 9capablewithstanding upliftjoint(s)to PNS ) �Q �� � 3)Provide mechanical connectionof truss to bearing plate of 100 lb at except t=lb 14=628. \\\' Q 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. *4', �iS 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ".$ 6be attached to walls at their outer ends or restrained by other means. NAL 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard? D PRQpe 87022PE p / co 04 5.y �a), OREGO (f, W `"Pili \\ 4 `3- A. HE S EXPIRES:06/30/2015 April 22,2014 r €9ARNIM L'e f'y deggn pa;atne rs.;,,,i BEA:9 MES CM MIS ANC MIMED MITEK REEEBEAa PAGE MM.7 473 ru.112312014 BEO4`REUSE �r Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �* Applicabirity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during constriction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding RtilTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Qualify Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 ifSoutharn.Pine ISP)lumber is specified-the-alezigsr vatues ark 7base eff.rtase 06101/1013 by.ALSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3D R41832611 PL14-121_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-Kepxg2bH9vlGeexdU851EZGjhNAJ9xiHVGCpcjzOQR1 I 2-5-4 1 1 1-2-0 I I 2-0-8 I 2-6-0 I 1 1-5-0 1 Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 I I 1_ •••000000000000 2 3 4 5 6 7 ® e iiiiii e!. O -- O ,./ N iiiiiiii e 7— e e e 1 11 10e V 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 S-� I 2-8-4 13-34 1 3-18-4 I1 II -7 0 0.84 12-9-12 2-8-4 0-7-0 0-7-0 0-Y-8 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edael,[10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8).9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) ONTO FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. � p' WASI 4 TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 nCy -� :k. , 01 WEBS 2 12=610/0,4 9=841/0,6-9=452/0 C3 NOTES 1 Unbalanced floor live loads have been considered for this designs 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. rd...,. 49639 tLt' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. Q DIST Etc' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ./0NALG be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �{ � Pa fix �' 870 2E s" 04 tv ©REG �/y4)0 , 06, A N Ec),. EXPIRES:06/30/2015 April 22,2014 4 W4RNLY3 Ye,;.'ydesign;u;3rixsrs3nlRzADM:zSOil MUM MIMED Mira frE€Er4ENaPAGE Ydd"i:k3reg.l;25JIAtdBEMUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iYI 1 R fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 ifakauShInformation available from Truss Plte Institute,781 N.Lee Street.Suite 312,Alexandria,VA.orn Pin.OP)lumber sap sified a22 14. Citrus Heights.CA.95610 the- valuek a re.back e(#astive 06/01/2015 byA Job Truss Truss Type Qty Ply 3D PL14-121_UP F12 Floor 1 1 841832612 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(notional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:05 2014 Page 1 ID:SygD?CTgSFZSjSNcSIriIDzR3Xv-prNK2OcvwCQ6GoWp1scGmmpuonTQuNNQkwxM99zOQR0 2-6-0 I 1-9-8 I I 1-2.0 I I 1-3-4 I 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 -Will111.110"- _....., .... 0 `i. o N e e o e eXP 10 9 8 3x4= 3x4= 3x4= 3x4 = I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 0-7-0 0-7-0 3-0-4 Plate Offsets(XX): 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. r ONI 7 TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 $ WEBS 2-10=-738/0,5 7=572/0,5-8=0/382i ' 41,4,. NOTES f k k' 0?0v' 1)Unbalanced floor live loads have been considered for this design. ' } 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. ' 4 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to o 4 49639 4� Z'1� be attached to walls at their outer ends or restrained by other means. '0LS`I'3 LOAD CASE(S) spaced a43', -s , P Ro,~Fss `x- &70 2PEf to cv g. `C‘��, OREG N ti� ti -9041EB �\ Ca os i4. NE SP EXPIRES:06/30/2015 April 22,2014 , 1 e^`')±des.'gra aranX ten a:13 READ h",`3i=S CH 3f{Zv ANC MIMED NiTEK RETEREM7 Pr4GE EU 7473 rcs I;'Z4{2t'I4WORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and'SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 €ff urhern pikef5P)booba,r;aVet design vatues are tboneoizstiaeras/O3/3oi:3 inyALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 34 Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths 1 / y I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury -rill Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDS C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 1/164 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I o bracing should be considered. =ILIIIM1 41 O 3. Never exceed the design loading shown and never 1-441, O U stack materials on inadequately braced trusses. a Q , 4. Provide copies of this truss design to the building C7-8 06-7 C5-6 �. designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'ad' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and nds a mbedula fuled by ANSKnots d wale at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SF' represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tlEligP reaction section indicates jointrliliamIN IN 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. OW IIIIII MI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with 0:.....7........ project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20.ANSI/TPI 1 Quality Criteria.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013